JP5275505B1 - Column reinforcement structure - Google Patents

Column reinforcement structure Download PDF

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JP5275505B1
JP5275505B1 JP2012266332A JP2012266332A JP5275505B1 JP 5275505 B1 JP5275505 B1 JP 5275505B1 JP 2012266332 A JP2012266332 A JP 2012266332A JP 2012266332 A JP2012266332 A JP 2012266332A JP 5275505 B1 JP5275505 B1 JP 5275505B1
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steel plate
screw member
fiber sheet
steel
steel plates
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JP2014111865A (en
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秀幸 阿部
啓三郎 山口
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一般社団法人 レトロフィットジャパン協会
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Abstract

【課題】 鋼板と帯状繊維シートの両者の特性を十分に活かして、補強効果をより高めることができる柱の補強構造を提供すること。
【解決手段】 建造物の柱１の周囲をその柱の表面との間に間隔を保って複数の鋼板２で囲み、これら隣り合う各鋼板２の連結部２ａ，２ｂを重ねあわせて結合手段５により結合するとともに、これら鋼板２の外周面に接着剤を塗布し、この接着剤の塗布面に帯状繊維シート３を巻き付けてなり、柱１と鋼板２のとの間にグラウト材４を充填する一方、上記結合手段５のせん断強度を、上記鋼板２の降伏点強度よりも小さくした。
【選択図】 図１
PROBLEM TO BE SOLVED: To provide a column reinforcing structure capable of enhancing the reinforcing effect by fully utilizing the characteristics of both a steel plate and a strip-like fiber sheet.
SOLUTION: Surrounding a pillar 1 of a building is surrounded by a plurality of steel plates 2 with a space between the surfaces of the pillars, and connecting portions 2a and 2b of these adjacent steel plates 2 are overlapped to form a connecting means 5 In addition, the adhesive is applied to the outer peripheral surfaces of the steel plates 2, the belt-like fiber sheet 3 is wound around the adhesive application surface, and the grout material 4 is filled between the columns 1 and the steel plates 2. On the other hand, the shear strength of the coupling means 5 was made smaller than the yield point strength of the steel plate 2.
[Selection] Figure 1

Description

本発明は、既存の柱を補強するための柱の補強構造に関する。   The present invention relates to a column reinforcing structure for reinforcing an existing column.

既存の建造物の柱を補強するものとして、例えば特許文献１に示す補強構造が従来から知られている。
この従来の補強構造は、添付の図６に示すように、断面四角形の柱１の周囲を４枚の鋼板２で囲うが、これら鋼板２はその柱１の軸方向に直交する面での断面をＬ字状にしたもので、各鋼板２の直角部をそれぞれ柱１の４つの角に対応させて設置する。そして、図６に示すように、互いに隣接する一方の鋼板２に、他方の鋼板が重ね合わされるようにする。このとき、上記鋼板２は、それら重ね合わせ部分が互いに移動可能にしている。 For example, a reinforcing structure shown in Patent Document 1 is conventionally known as a means for reinforcing a pillar of an existing building.
As shown in FIG. 6, the conventional reinforcing structure surrounds a column 1 having a quadrangular section with four steel plates 2, and these steel plates 2 have a cross section in a plane perpendicular to the axial direction of the column 1. Is formed in an L-shape, and the right-angle portions of each steel plate 2 are installed in correspondence with the four corners of the column 1. And as shown in FIG. 6, the other steel plate is made to overlap with the one steel plate 2 adjacent to each other. At this time, the steel plate 2 enables the overlapping portions to move with respect to each other.

また、各鋼板２と柱１の側面との間には、ほぼ一定の間隔を設けるとともに、これら鋼板２の外周に帯状繊維シート３を巻きつけて、各鋼板２を結束する。
上記のように帯状繊維シート３で４枚の鋼板２を結束したら、今度は、４枚の鋼板２と柱１との間に形成した空間にグラウト材４を充填する。このグラウト材４が固化すると、柱１の側面に密着したグラウト材４と鋼板２とが一体化して柱１が補強される。
また、上記鋼板２はそれらの重ね合わせ部分で互いに移動可能にしているため、地震などによって柱が変形したときには隣り合う鋼板２が相対移動する。このように鋼板２が相対移動するので、そのときには、帯状繊維シート３が荷重を支えることになる。 In addition, a substantially constant interval is provided between each steel plate 2 and the side surface of the column 1, and the strip-like fiber sheet 3 is wound around the outer periphery of these steel plates 2 to bind each steel plate 2.
When the four steel plates 2 are bound with the belt-like fiber sheet 3 as described above, the grout material 4 is filled in the space formed between the four steel plates 2 and the pillars 1. When the grout material 4 is solidified, the grout material 4 and the steel plate 2 in close contact with the side surface of the column 1 are integrated to reinforce the column 1.
Moreover, since the said steel plates 2 are mutually movable in those overlapping parts, when the pillar deform | transforms by an earthquake etc., the adjacent steel plates 2 will move relatively. Thus, since the steel plate 2 moves relatively, the strip | belt-shaped fiber sheet 3 supports a load at that time.

特許第３８６１０７９号公報Japanese Patent No. 3860791

上記鋼板及び帯状繊維シートの引っ張り試験における変形特性は、図７に示すとおりである。図７において細線で示すグラフｘが鋼板の変形特性であり、破線で示すグラフｙが帯状繊維シートの変形特性である。
図示の通り、鋼板は、降伏点Ｐ１を超えるまでは荷重に対する伸びが小さく、この間は弾性変形するが、降伏点Ｐ１を超えると荷重が増加しなくても伸び続け、荷重を除いても元に戻らなくなってしまう。
これに対し、帯状繊維シートは、低荷重領域においては鋼板に比べて伸びが大きいが、荷重がかなり大きくなるまで一定の伸び率を保つことができる。 The deformation characteristics in the tensile test of the steel sheet and the strip-shaped fiber sheet are as shown in FIG. In FIG. 7, a graph x indicated by a thin line is a deformation characteristic of the steel sheet, and a graph y indicated by a broken line is a deformation characteristic of the belt-like fiber sheet.
As shown in the figure, the steel sheet has a small elongation with respect to the load until it exceeds the yield point P1, and elastically deforms during this period. However, if the steel sheet exceeds the yield point P1, it continues to grow even if the load does not increase. It will not return.
On the other hand, the belt-like fiber sheet has a larger elongation than the steel plate in the low load region, but can maintain a constant elongation rate until the load becomes considerably large.

上記特許文献１の補強構造は、このような特性を有する鋼板２と帯状繊維シート３とを用いることによって必要な補強強度を得るものであるが、実際に大きな地震が発生して荷重が作用したとき、鋼板２はそれが移動し始めるまでの初期段階だけ荷重を受けることになる。言い換えると、これら鋼板２とグラウト材４との接着力以上の力が作用すると、グラウト材４に対して鋼板２が移動するとともに、互いに隣り合う鋼板２同士も相対移動してしまうので、これら鋼板２は荷重を受けることができなくなる。   The reinforcement structure of Patent Document 1 obtains the necessary reinforcement strength by using the steel plate 2 and the strip-like fiber sheet 3 having such characteristics, but a large earthquake actually occurred and a load was applied. Sometimes, the steel plate 2 receives a load only in the initial stage until it starts to move. In other words, when a force greater than the adhesive force between the steel plate 2 and the grout material 4 acts, the steel plate 2 moves relative to the grout material 4, and the adjacent steel plates 2 also move relative to each other. 2 cannot receive a load.

このように鋼板２が動いてしまうと、その後は、上記帯状繊維シート３が全ての荷重を受けることになる。
このように、上記従来の補強構造では、鋼板２が荷重を受けるのは地震などによる荷重発生の初期段階のみで、その後はほとんどの荷重を帯状繊維シート３のみで受けることになる。
しかしながら、この帯状繊維シート３の変形特性は、図７のグラフｙに示すように低荷重領域においても変形量が大きいので、柱の変形を十分に支えきれない。そのために地震発生時に柱が大きく変形しやすくなり、柱の破壊の原因になるという問題があった。 Thus, if the steel plate 2 moves, the said strip | belt-shaped fiber sheet 3 will receive all the loads after that.
As described above, in the conventional reinforcing structure, the steel plate 2 receives a load only in the initial stage of load generation due to an earthquake or the like, and thereafter receives most of the load only in the belt-like fiber sheet 3.
However, since the deformation characteristics of the belt-like fiber sheet 3 are large even in a low load region as shown in the graph y of FIG. 7, the deformation of the columns cannot be sufficiently supported. For this reason, the column is likely to be greatly deformed when an earthquake occurs, which causes the column to be destroyed.

一方で、鋼板２で荷重を受けるようにするために、隣り合う鋼板２同士が相対移動しないように強固に固定してその周囲を帯状繊維シート３で囲うことも考えられる。
しかし、鋼板２が互いに強固に固定されてしまうと、瞬間的にでも上記降伏点Ｐ１を超える荷重が作用したときに鋼板２は損傷し、元に戻らなくなってしまう。このように損傷された鋼板２が帯状繊維シート３で囲われたままになっていると、それを修復することが難しくなるという問題があった。
この発明の目的は、鋼板と帯状繊維シートの両者の特性を十分に活かして、補強効果をより高めることができる柱の補強構造を提供することである。 On the other hand, in order to receive a load with the steel plate 2, it is also conceivable that the adjacent steel plates 2 are firmly fixed so as not to move relative to each other and are surrounded by the belt-like fiber sheet 3.
However, if the steel plates 2 are firmly fixed to each other, even if a load exceeding the yield point P1 is applied even instantaneously, the steel plates 2 are damaged and cannot be restored. When the damaged steel plate 2 is still surrounded by the belt-like fiber sheet 3, there is a problem that it is difficult to repair it.
An object of the present invention is to provide a column reinforcing structure capable of further enhancing the reinforcing effect by fully utilizing the characteristics of both the steel plate and the strip-shaped fiber sheet.

第１の発明は、建造物の柱の周囲をその柱の表面との間に間隔を保って複数の鋼板で囲み、この囲み方向において隣り合う鋼板の重ね合わせ部分からなる連結部を結合手段により結合するとともに、上記鋼板の外周面に接着剤を塗布し、この接着剤の塗布面に帯状繊維シートを巻き付けてなり、柱と鋼板のとの間にグラウト材を充填する一方、上記結合手段のせん断強度を、上記鋼板の降伏点強度よりも小さくし、せん断力によって上記結合手段がせん断して、上記隣り合う鋼板の上記連結部が相対移動可能になった後、上記帯状繊維シートが耐力を発揮する構成にしたことを特徴とする。 The first invention, surrounds the pillars of buildings with multiple steel plates at a distance between the surface of the pillars, binding means coupling portion made of superimposed portions of the steel plate adjacent in the surrounding direction In addition, the adhesive is applied to the outer peripheral surface of the steel plate, and a belt-like fiber sheet is wound around the adhesive application surface, and the grout material is filled between the column and the steel plate, while the connecting means The shear strength of the steel sheet is made smaller than the yield point strength of the steel sheet, the coupling means shears by the shearing force, and the connecting portions of the adjacent steel sheets become movable relative to each other. It is characterized by having a configuration that exhibits

第２の発明は、上記鋼板の外周全面に接着剤を塗布し、この接着剤の塗布面に帯状繊維シートを貼り付けたことを特徴とする。   The second invention is characterized in that an adhesive is applied to the entire outer periphery of the steel sheet, and a belt-like fiber sheet is attached to the adhesive application surface.

第３の発明は、上記結合手段が、上記一組の鋼板において互いに隣り合う鋼板の連結部を固定するネジ部材であり、このネジ部材を柱の軸方向に間隔を保って複数設け、これらネジ部材のせん断強度を、上記鋼板の降伏点強度よりも小さくしたことを特徴とする。   According to a third aspect of the present invention, the coupling means is a screw member that fixes a connecting portion of adjacent steel plates in the set of steel plates, and a plurality of the screw members are provided at intervals in the axial direction of the column. The shear strength of the member is smaller than the yield point strength of the steel plate.

第４の発明は、上記ネジ部材のネジ部の長さを、上記連結部の重ね合わせ部分の合計厚さよりも長くし、重ね合わせた連結部を上記ネジ部材で結合したとき、上記ネジ部材の先端が柱と鋼板との間に突出する構成にしたことを特徴とする。   According to a fourth aspect of the present invention, when the length of the screw portion of the screw member is made longer than the total thickness of the overlapping portions of the connecting portions, and the overlapping connecting portions are coupled by the screw members, The tip is projected between the column and the steel plate.

第５の発明は、上記ネジ部材のネジ部の長さが、上記連結部の重ね合わせ部分の合計厚さの２倍以上であることを特徴とする。   According to a fifth aspect of the present invention, the length of the screw portion of the screw member is at least twice the total thickness of the overlapping portions of the connecting portions.

第６の発明は、上記結合手段が、互いに隣り合う鋼板の連結部を、柱の軸方向に所定の間隔を保って溶接する溶接部であり、これら溶接部のせん断強度を、上記鋼板の降伏点強度よりも小さくしたことを特徴とする。   A sixth invention is a welded portion in which the connecting means welds the connecting portions of adjacent steel plates at a predetermined interval in the axial direction of the columns, and the shear strength of these welded portions is determined according to the yield strength of the steel plates. It is characterized by being smaller than the point intensity.

第１の発明によれば、囲み方向において隣り合う鋼板の重ね合わせ部分からなる連結部を結合手段により結合するとともに、この結合手段のせん断強度を鋼板の降伏点強度よりも小さくしたので、鋼板が降伏点を超える前に、結合手段が大きく変形するかあるいはせん断される。したがって、隣り合う鋼板の連結部を結合する結合手段が大きく変形あるいはせん断するまでは、連結部の相対移動を押さえられ、鋼板の耐力を最大限利用することができる。そして、結合手段が変形あるいはせん断したときには、連結部が相対移動可能になるが、帯状繊維シートが荷重を支え、柱及びグラウト材に対する拘束力を維持するので、上記結合手段が大きく変形あるいはせん断されたからといって直ちに柱の強度が損なわれることはない。
また、結合手段のせん断強度を鋼板の降伏点強度よりも小さく設定しているので、結合手段がせん断されたとしても鋼板そのものが損傷されるわけではない。したがって、結合手段がせん断されても鋼板まで損傷することはなく、それらの補修も簡単になる。 According to the first invention, the connecting portion formed by the overlapping portions of the adjacent steel plates in the enclosing direction is connected by the connecting means, and the shear strength of the connecting means is made smaller than the yield point strength of the steel plate. Prior to exceeding the yield point, the coupling means is greatly deformed or sheared. Therefore, until the coupling means for coupling the connecting portion of the adjacent steel sheet is largely deformed or sheared, pressed the relative movement of the connecting portion, it is possible to maximize use of the yield strength of the steel sheet. When the coupling means is deformed or sheared, the connecting portion can be relatively moved. However, since the belt-like fiber sheet supports the load and maintains the restraining force against the pillars and the grout material, the coupling means is greatly deformed or sheared. This does not immediately impair the strength of the pillar.
Further, since the shear strength of the joining means is set smaller than the yield point strength of the steel sheet, even if the joining means is sheared, the steel sheet itself is not damaged. Therefore, even if the coupling means is sheared, the steel plate is not damaged, and repairs thereof are simplified.

第２の発明では、鋼板の外周全面に接着剤を塗布して鋼板と帯状繊維シートとを一体化したので、鋼板と帯状繊維シートとの両方の耐力が合成されることになり、その分、大きな耐力が期待できる。特に、従来の補強構造では、ほとんど帯状繊維シートの耐力だけに頼っていたが、この発明によれば、帯状繊維シートと鋼板との合成耐力を利用できるので、さらに大きな耐力を期待できる。   In the second invention, since the steel sheet and the belt-like fiber sheet are integrated by applying an adhesive to the entire outer surface of the steel plate, the proof stress of both the steel plate and the belt-like fiber sheet will be synthesized. Great proof stress can be expected. In particular, the conventional reinforcing structure relies almost exclusively on the proof stress of the belt-like fiber sheet. However, according to the present invention, since the composite proof strength of the belt-like fiber sheet and the steel plate can be used, a greater proof stress can be expected.

第３の発明では、結合手段をネジ部材で構成したので、このネジ部材で鋼板をネジ締めするだけで、それら鋼板を簡単に結合することができる。したがって、火花が発生する溶接作業のように、火を使ってよいかどうかを考慮しながら作業現場を選択しなければならないという制限はなくなる。また、溶接作業は熟練を要するので、作業者によって固定強度のばらつきが出やすいが、ネジ締め作業では個人差が出にくい。   In the third invention, since the coupling means is constituted by a screw member, the steel plates can be easily coupled simply by screwing the steel plates with this screw member. Therefore, there is no restriction that the work site must be selected in consideration of whether or not a fire can be used, such as a welding operation in which a spark is generated. Also, since welding work requires skill, variations in fixing strength are likely to occur among workers, but individual differences are less likely to occur during screw tightening work.

第４の発明では、ネジ部材の先端がグラウト材中に突出して、その突出部がグラウト材で固定される。したがって、ネジ部材を支持する点が多くなるが、その支持する点が多くなればなるほど、ネジ部材のせん断荷重が分散される。このようにネジ部材のせん断荷重が分散されるので、実質的にせん断強度が上がることになる。
また、グラウト材内にネジ部材の先端を突出させることによって、ネジ部材のアンカー効果を期待できる。このようなアンカー効果が発揮されれば、グラウト材と鋼板との結合力がさらに高まり、結果として柱とグラウト材及び鋼板が一体化して補強効果が向上する。
特に、グラウト材中に突出する部分にネジ山が形成されているので、グラウト材がネジ山間に入り込んでネジ部材とグラウト材との接着面積が大きくなる。そのため、ネジ部材に対するグラウト材の接着力が大きくなる。したがって、柱とグラウト材及び鋼板の一体化がさらに進む。 In 4th invention, the front-end | tip of a screw member protrudes in a grout material, and the protrusion part is fixed with a grout material. Therefore, although the point which supports a screw member increases, the shear load of a screw member is disperse | distributed, so that the point which supports it increases. Thus, since the shear load of the screw member is dispersed, the shear strength is substantially increased.
Moreover, the anchor effect of a screw member is expectable by making the front-end | tip of a screw member protrude in grout material. If such an anchor effect is exhibited, the bonding force between the grout material and the steel plate is further increased, and as a result, the column, the grout material and the steel plate are integrated to improve the reinforcing effect.
In particular, since the screw thread is formed in the portion protruding into the grout material, the grout material enters between the screw threads, and the bonding area between the screw member and the grout material is increased. Therefore, the adhesive force of the grout material to the screw member is increased. Therefore, the integration of the column with the grout material and the steel plate further proceeds.

第５の発明では、ネジ部材のネジ部の長さを、連結部の重ね合わせ部分の合計厚さのほぼ２倍以上にしたので、連結部からグラウト材側に突出する突出長さが長くなる。その分、ネジ部材の先端を固定する固定力が大きくなって、ネジ部材の実質的なせん断強度を上げることができる。
また、ネジ部の突出長さが長い分、ネジ部材とグラウト材との接触面積が大きくなって、より大きなアンカー効果を得ることができる。 In the fifth invention, since the length of the screw portion of the screw member is set to be almost twice or more the total thickness of the overlapping portions of the connecting portion, the protruding length protruding from the connecting portion to the grout material side becomes long. . Accordingly, the fixing force for fixing the tip of the screw member is increased, and the substantial shear strength of the screw member can be increased.
Moreover, since the protrusion length of the screw portion is long, the contact area between the screw member and the grout material is increased, and a larger anchor effect can be obtained.

第６の発明では、溶接によって連結部を固定するようにしたので、ネジ部材の頭部のように鋼板の外周面に突出する部分をなくすことができる。そのため、ネジ部材の頭部と鋼板との段差を小さくするような処理をしなくても帯状繊維シートを密着させることができる。
また、溶接のほうがネジ締めによる結合よりも結合強度を高くすることができる。ただし、第３の発明と第６の発明とでは、それらの用途や作業現場の状況などを考慮して、いずれかを選択すればよい。 In the sixth aspect of the invention, since the connecting portion is fixed by welding, a portion that protrudes from the outer peripheral surface of the steel plate, such as the head portion of the screw member, can be eliminated. Therefore, the belt-like fiber sheet can be brought into close contact without performing a process for reducing the step between the head of the screw member and the steel plate.
Further, the bonding strength can be made higher by welding than by screw tightening. However, in the third invention and the sixth invention, any one may be selected in consideration of the usage, the situation of the work site, and the like.

図１はこの発明の第１実施形態の断面図である。FIG. 1 is a sectional view of a first embodiment of the present invention. 図２は第１実施形態の補強柱の正面図である。FIG. 2 is a front view of the reinforcing pillar of the first embodiment. 図３は第１実施形態における鋼板の連結部の断面図である。FIG. 3 is a cross-sectional view of the connecting portion of the steel plates in the first embodiment. 図４は第１実施形態の補強構造における変形を説明するためのグラフである。FIG. 4 is a graph for explaining a deformation in the reinforcing structure of the first embodiment. 図５は第２実施形態における鋼板の連結部の断面図である。FIG. 5 is a cross-sectional view of a connecting portion of steel plates in the second embodiment. 図６は従来例の柱の補強構造を示す斜視図である。FIG. 6 is a perspective view showing a conventional column reinforcing structure. 図７は一般的な、鋼板と、帯状繊維シートの変形特性グラフである。FIG. 7 is a general graph of deformation characteristics of a steel plate and a belt-like fiber sheet.

図１〜図４に示す第１実施形態の補強構造は、断面四角形の柱１の周囲を４枚の鋼板２で囲うが、これら鋼板２はその柱１の軸方向に直交する面での断面をＬ字状にしたもので、各鋼板２の直角部をそれぞれ柱１の４つの角に対応させ、柱１との間に間隔を保って設置する。さらに、上記柱１の周囲を囲む囲い方向において隣接する一方の鋼板２に、他方の鋼板を重ね合わせて、この重ね合わせた部分を連結部２ａ，２ｂとしている。また、この鋼板２は柱１の軸方向を長手方向とするとともに、この長手方向の長さを柱１の軸方向長さとほぼ等しくしている。
The reinforcing structure of the first embodiment shown in FIGS. 1 to 4 surrounds a column 1 having a quadrangular cross section with four steel plates 2, and these steel plates 2 are cross sections in a plane orthogonal to the axial direction of the columns 1. Are formed in an L shape, and the right angle portions of the respective steel plates 2 are respectively set to correspond to the four corners of the column 1, and are installed with a space between the columns 1. Furthermore, the other steel plate is overlapped with one steel plate 2 adjacent in the surrounding direction surrounding the pillar 1, and the overlapped portions are used as connecting portions 2a and 2b. Further, the steel plate 2 has the longitudinal direction of the axial direction of the pillar 1 and the length in the longitudinal direction is substantially equal to the axial length of the pillar 1.

このように柱１の周囲を囲んだ鋼板２の連結部２ａ，２ｂは、複数のネジ部材５で結合している。このネジ部材５は上記連結部２ａ，２ｂの重ね合わせた部分のほぼ中央に、柱１の軸方向に所定の間隔を保って固定したものである。
そして、上記連結部２ａ，２ｂの結合部分の拡大断面図が図３である。この図３からも明らかなように、上記ネジ部材５は頭部５ａとネジ部５ｂとからなり、ネジ部５ｂの先端を尖らせたドリリングタッピングネジからなっている。 In this manner, the connecting portions 2 a and 2 b of the steel plate 2 surrounding the pillar 1 are coupled by a plurality of screw members 5. The screw member 5 is fixed to the approximate center of the overlapped portions of the connecting portions 2a and 2b at a predetermined interval in the axial direction of the column 1.
And the expanded sectional view of the coupling | bond part of the said connection part 2a, 2b is FIG. As apparent from FIG. 3, the screw member 5 is composed of a head portion 5a and a screw portion 5b, and a drilling tapping screw having a pointed tip of the screw portion 5b.

また、鋼板２の連結部のうち、外側に位置させた連結部２ａには、ネジ部材５のネジ部５ｂを貫通するための複数の貫通孔２ｃを、柱１の軸方向に沿って予め形成しているが、他方の連結部２ｂには何も形成せず、貫通孔２ｃを貫通させたネジ部材５を他方の連結部２ｂに向かって回転させることによって上記連結部２ａ，２ｂをネジ結合している。
また、上記ネジ部材５のネジ部５の長さＬ３を、図３に示すように鋼板２の連結部２ａの厚さＬ１と連結部２ｂの厚さＬ２との合計厚さよりも長くし、連結部２ａ，２ｂを結合したとき、ネジ部５ｂの先端が連結部２ｂから突出するようにしている。この突出した部分は、鋼板２と柱１との間に充填したグラウト材４内に固定されることになる。 Further, among the connecting portions of the steel plate 2, a plurality of through holes 2 c for penetrating the screw portion 5 b of the screw member 5 are formed in advance along the axial direction of the pillar 1 in the connecting portion 2 a positioned outside. However, nothing is formed in the other connecting portion 2b, and the connecting portions 2a and 2b are screwed together by rotating the screw member 5 penetrating the through hole 2c toward the other connecting portion 2b. doing.
Further, the length L3 of the screw portion 5 of the screw member 5 is longer than the total thickness of the thickness L1 of the connecting portion 2a and the thickness L2 of the connecting portion 2b of the steel plate 2 as shown in FIG. When the portions 2a and 2b are joined, the tip of the screw portion 5b protrudes from the connecting portion 2b. This protruding portion is fixed in the grout material 4 filled between the steel plate 2 and the column 1.

上記のように隣り合う鋼板２の連結部２ａ，２ｂ同士を重ねてネジ部材５で結合することによって、４枚の鋼板２が筒状を維持する。
このような鋼板２で構成された筒で柱１の周囲を囲んだら、上記鋼板２の外周全面に接着剤を塗布し、この接着剤の上から帯状繊維シート３を巻き付けるようにしている。ここでは、上記鋼板２の長手方向の長さよりも短い幅の帯状繊維シート３を鋼板２の長手方向に少しずつずらして接着し、上記鋼板２の外周全面を覆うようにしている。 As described above, the connecting portions 2a, 2b of the adjacent steel plates 2 are overlapped and joined by the screw member 5, so that the four steel plates 2 maintain a cylindrical shape.
When a cylinder made of such a steel plate 2 surrounds the column 1, an adhesive is applied to the entire outer periphery of the steel plate 2, and the belt-like fiber sheet 3 is wound around the adhesive. Here, the band-like fiber sheet 3 having a width shorter than the length in the longitudinal direction of the steel plate 2 is adhered while being shifted little by little in the longitudinal direction of the steel plate 2 so as to cover the entire outer periphery of the steel plate 2.

ただし、上記鋼板２の長さが柱１の軸方向長さより短いものを用いることもできる。この場合には、４枚一組の鋼板２を柱１の軸方向に複数組積み上げてこれら鋼板２を上下方向に連続させることになる。
なお、帯状繊維シート３を巻き付ける際には、帯状繊維シート３を鋼板２に塗布した接着剤に強く押し付け、上記接着剤を繊維の間に十分浸透させるとともにこの接着剤が帯状繊維シート３の表面まで押し出されるようにする。このようにすれば、接着剤が硬化したとき、帯状繊維シート３が接着剤と一体化してその強度が向上する。 However, the steel plate 2 having a length shorter than the axial length of the column 1 can also be used. In this case, a set of four steel plates 2 is stacked in the axial direction of the pillar 1 and these steel plates 2 are continued in the vertical direction.
When the belt-like fiber sheet 3 is wound, the belt-like fiber sheet 3 is strongly pressed against the adhesive applied to the steel plate 2 so that the adhesive is sufficiently permeated between the fibers, and the adhesive acts on the surface of the belt-like fiber sheet 3. To be pushed out. In this way, when the adhesive is cured, the belt-like fiber sheet 3 is integrated with the adhesive and the strength thereof is improved.

上記のようにして鋼板２と帯状繊維シート３とを一体化したら、上記鋼板２と柱１との間のすき間にグラウト材４を充填する。この充填したグラウト材４が固化すれば、鋼板２がグラウト材４に接着され、補強構造が完成する。
なお、この第１実施形態では、上記連結部２ａ，２ｂを、頭部５ａを有するネジ部材５で結合したので、図１，３に示すように、鋼板２の外周面には頭部５ａが突出して段差が形成されてしまう。この場合には、頭部５ａの周囲にパテなどを塗布して上記段差を少なくしてから上記帯状繊維シート３を貼りつければ、帯状繊維シート３の鋼板２に対する密着性を高めることができる。 When the steel plate 2 and the belt-like fiber sheet 3 are integrated as described above, the grout material 4 is filled into the gap between the steel plate 2 and the column 1. When the filled grout material 4 is solidified, the steel plate 2 is bonded to the grout material 4 and the reinforcing structure is completed.
In the first embodiment, since the connecting portions 2a and 2b are coupled by the screw member 5 having the head portion 5a, the head portion 5a is formed on the outer peripheral surface of the steel plate 2 as shown in FIGS. A step is formed by protruding. In this case, the adhesiveness of the belt-like fiber sheet 3 to the steel plate 2 can be improved by applying a putty or the like around the head 5a to reduce the level difference and then attaching the belt-like fiber sheet 3.

また、図１及び図３において、二点鎖線で示した帯状繊維シート３は一層に限らず、複数層接着してもよい。帯状繊維シート３を多層にすれば、その分、帯状繊維シート３の強度が高まることになる。このように帯状繊維シート３を多層にする場合にも、それら帯状繊維シート３間にも接着剤を塗布するとともに、それら各層に接着剤を浸透させる。   Moreover, in FIG.1 and FIG.3, the strip | belt-shaped fiber sheet 3 shown with the dashed-two dotted line may adhere not only one layer but multiple layers. If the strip-like fiber sheet 3 is made into a multilayer, the intensity | strength of the strip-like fiber sheet 3 will increase that much. Thus, also when making the strip | belt-shaped fiber sheet 3 into a multilayer, while applying an adhesive agent between these strip | belt-shaped fiber sheets 3, an adhesive agent is osmose | permeated into each of these layers.

さらに、上記ネジ部材５は、一組の鋼板２の長手方向に複数設けられるが、これら複数のネジ部材５のせん断強度を、鋼板２の降伏点強度より小さく設定している。
上記鋼板２の降伏点強度とは、図４、７に細線で示すグラフｘ上の降伏点Ｐ１に相当する耐力のことである。
また、上記ネジ部材５のせん断強度とは、ネジ部材５が、結合している一対の連結部２ａ，２ｂ間に作用するせん断力によってせん断される限界耐力で、この実施形態では図４に示す降伏点Ｐ１に相当する荷重よりも小さい点Ｐ２に対応する力である。 Further, a plurality of the screw members 5 are provided in the longitudinal direction of the pair of steel plates 2, and the shear strength of the plurality of screw members 5 is set smaller than the yield point strength of the steel plates 2.
The yield point strength of the steel plate 2 is a yield strength corresponding to the yield point P1 on the graph x indicated by a thin line in FIGS.
Further, the shear strength of the screw member 5 is a limit proof strength at which the screw member 5 is sheared by a shearing force acting between the pair of connecting portions 2a and 2b that are coupled, and in this embodiment, it is shown in FIG. The force corresponds to a point P2 that is smaller than the load corresponding to the yield point P1.

上記のように構成したので、ネジ部材５にせん断強度Ｐ２を超える荷重が作用したときには、鋼板２が降伏点に達する前にネジ部材５がせん断される。ネジ部材５がこのようにせん断されれば、隣り合う鋼板２の結合力がなくなり、隣り合う鋼板２同士が相対移動可能になる。
なお、上記複数のネジ部材５が全てせん断された場合には、隣り合う鋼板２同士が全体的に相対移動可能になるが、一部のネジ部材５のみがせん断された場合にも、そのせん断された部分において隣り合う鋼板２が相対移動可能になる。
また、ネジ部材５がせん断されるまでには、ネジ部材５が変形するが、この変形によっても、隣り合う鋼板２が相対移動可能になる。 Since it comprised as mentioned above, when the load exceeding the shear strength P2 acts on the screw member 5, the screw member 5 is sheared before the steel plate 2 reaches a yield point. If the screw member 5 is sheared in this way, the bonding force between the adjacent steel plates 2 is lost, and the adjacent steel plates 2 can move relative to each other.
When all of the plurality of screw members 5 are sheared, the adjacent steel plates 2 can move relative to each other as a whole. However, when only some of the screw members 5 are sheared, the shearing is also performed. The adjacent steel plates 2 can be moved relative to each other in the formed portion.
Further, the screw member 5 is deformed until the screw member 5 is sheared, but the adjacent steel plates 2 can be relatively moved by this deformation.

そして、ネジ部材５のせん断強度Ｐ２を上記鋼板２の降伏点Ｐ１に近づければ近づけるほど、鋼板２の耐力を極限まで有効に利用できることになる。ただし、上記降伏点Ｐ１とせん断強度Ｐ２とを等しくすると、ネジ部材５がせん断されると同時に、鋼板２が降伏点を超える危険性が大きくなり、鋼板２が損傷される恐れがある。したがって、上記のように、せん断強度Ｐ２を降伏点Ｐ１よりも小さくしておけば、鋼板２が降伏点Ｐ１を超える前に、ネジ部材５を確実にせん断させることができる。   And the closer the shear strength P2 of the screw member 5 is to the yield point P1 of the steel plate 2, the more effectively the proof stress of the steel plate 2 can be utilized to the limit. However, if the yield point P1 is equal to the shear strength P2, the screw member 5 is sheared, and at the same time, the risk that the steel plate 2 exceeds the yield point increases, and the steel plate 2 may be damaged. Therefore, as described above, if the shear strength P2 is made smaller than the yield point P1, the screw member 5 can be reliably sheared before the steel plate 2 exceeds the yield point P1.

上記のように構成した柱の補強構造では、図４に示すように、グラフｚの０点からネジ部材５のせん断強度に対応する点Ｐ２まではネジ部材５の結合力が保たれている状態である。このようにネジ部材５による結合力が保たれ、４枚の鋼板２が結合している領域では、鋼板２自体が弾性変形するが、各鋼板２が個別に移動することはない。なお、この弾性変形領域において荷重を取り除けば、鋼板２は元の状態に復帰する。   In the column reinforcing structure configured as described above, the coupling force of the screw member 5 is maintained from the zero point of the graph z to the point P2 corresponding to the shear strength of the screw member 5, as shown in FIG. It is. In this way, the bonding force by the screw member 5 is maintained, and in the region where the four steel plates 2 are bonded, the steel plates 2 themselves are elastically deformed, but each steel plate 2 does not move individually. In addition, if a load is removed in this elastic deformation area | region, the steel plate 2 will return to an original state.

一方、荷重が図４の点Ｐ２に達し、上記ネジ部材５のせん断強度を超えると、ネジ部材５はせん断される。ただし、ネジ部材５がせん断される場合には、その過程でネジ部材５が大きく変形する。いずれにしても、上記ネジ部材５のせん断強度を鋼板２の降伏点強度よりも小さくしておけば、鋼板２が降伏点に達する前に、各鋼板２が移動可能になる。各鋼板２が移動可能になれば、荷重は帯状繊維シート３に伝達され、帯状繊維シート３が荷重を支える。
したがって、この第１実施形態の補強構造では、ネジ部材５が大きく変形したりあるいはせん断されたりするまでは、鋼板２の特性を利用できる。
そして、荷重が上記図４の点Ｐ２以上になって、ネジ部材５がせん断されてしまえば、グラフｙに平行な帯状繊維シート３の変形特性に完全に移行する。 On the other hand, when the load reaches the point P2 in FIG. 4 and exceeds the shear strength of the screw member 5, the screw member 5 is sheared. However, when the screw member 5 is sheared, the screw member 5 is greatly deformed in the process. In any case, if the shear strength of the screw member 5 is made smaller than the yield point strength of the steel plate 2, each steel plate 2 can move before the steel plate 2 reaches the yield point. If each steel plate 2 becomes movable, the load is transmitted to the belt-like fiber sheet 3, and the belt-like fiber sheet 3 supports the load.
Therefore, in the reinforcing structure of the first embodiment, the characteristics of the steel plate 2 can be used until the screw member 5 is greatly deformed or sheared.
And if a load becomes more than the point P2 of the said FIG. 4, and the screw member 5 will be sheared, it will transfer to the deformation | transformation characteristic of the strip | belt-shaped fiber sheet 3 parallel to the graph y completely.

荷重が作用する初期段階から鋼板２の特性がほとんど活かされることがない従来例の場合には、補強した柱の特性は最初からグラフｙに示す帯状繊維シート３の変形特性に近くなる。しかし、この第１実施形態における変形特性はグラフｚで示すようになり、上記グラフｙと比べて荷重に対する伸び、すなわち柱の変形量が小さくなることが分かる。   In the case of the conventional example in which the characteristics of the steel plate 2 are hardly utilized from the initial stage when the load is applied, the characteristics of the reinforced column are close to the deformation characteristics of the strip fiber sheet 3 shown in the graph y from the beginning. However, the deformation characteristic in the first embodiment is as shown by the graph z, and it can be seen that the elongation with respect to the load, that is, the deformation amount of the column is smaller than the graph y.

しかも、この第１実施形態では、鋼板２の外周全面に帯状繊維シート３を接着して鋼板２と帯状繊維シート３とを完全に一体化しているので、両者の複合体としての特性が期待できる。
上記のように複合体としての特性を期待できるので、図４に示すグラフｚよりもさらに変形量を小さくして柱１を破壊し難くすることが可能になる。
また、ネジ部材５がせん断された後は、上記複合体としての機能はなくなるが、帯状繊維シート３の拘束力によって柱１の耐力を維持することができ、柱１の崩壊を防止できる。 In addition, in the first embodiment, the strip-like fiber sheet 3 is bonded to the entire outer surface of the steel plate 2 so that the steel plate 2 and the strip-like fiber sheet 3 are completely integrated. Therefore, characteristics as a composite of both can be expected. .
Since the characteristics as a composite can be expected as described above, it is possible to make the column 1 difficult to break by making the deformation amount smaller than the graph z shown in FIG.
Further, after the screw member 5 is sheared, the function as the composite is lost, but the proof strength of the column 1 can be maintained by the binding force of the belt-like fiber sheet 3, and the collapse of the column 1 can be prevented.

上記のようにネジ部材５は、鋼板２の降伏点強度よりも小さい荷重でせん断されるので、鋼板２自体が降伏点を超えることはない。このようにネジ部材５がせん断されても鋼板２は損傷されないため、もしネジ部材５がせん断されても鋼板２を交換することなく、この補強構造を簡単に修復することができる。
また、この第１実施形態では、ネジ部５ｂの先端を固化したグラウト材４中に突出させているため、ネジ部材５を支持する点が多くなるが、その支持する点が多くなればなるほど、ネジ部材５に作用するせん断荷重が分散される。このようにせん断荷重が分散されるので、実質的にネジ部材５のせん断強度が上がることになる。 Since the screw member 5 is sheared with a load smaller than the yield point strength of the steel plate 2 as described above, the steel plate 2 itself does not exceed the yield point. Thus, even if the screw member 5 is sheared, the steel plate 2 is not damaged. Therefore, even if the screw member 5 is sheared, the reinforcing structure can be easily repaired without replacing the steel plate 2.
Moreover, in this 1st Embodiment, since the front-end | tip of the screw part 5b is protruded in the solidified grout material 4, the point which supports the screw member 5 increases, but the point which supports the more, The shear load acting on the screw member 5 is dispersed. Since the shear load is thus dispersed, the shear strength of the screw member 5 is substantially increased.

また、上記のようにグラウト材４内にネジ部材５の先端を突出させることによって、ネジ部材５のアンカー効果を期待できる。このようなアンカー効果が発揮されれば、グラウト材４と鋼板２との結合力がさらに高まり、結果として柱とグラウト材４及び鋼板２が一体化して補強効果が向上する。
特に、グラウト材中に突出する部分にネジ山が形成されているので、グラウト材がネジ山間に入り込んで鋼板とグラウト材との接着面積が大きくなる。したがって、柱とグラウト材及び鋼板の一体化がさらに進む。 Moreover, the anchor effect of the screw member 5 can be expected by projecting the tip of the screw member 5 into the grout material 4 as described above. If such an anchor effect is exhibited, the bonding force between the grout material 4 and the steel plate 2 is further increased, and as a result, the column, the grout material 4 and the steel plate 2 are integrated to improve the reinforcing effect.
In particular, since the screw thread is formed in the part protruding into the grout material, the grout material enters between the screw threads, and the bonding area between the steel sheet and the grout material is increased. Therefore, the integration of the column with the grout material and the steel plate further proceeds.

なお、ネジ部材５のネジ部５ｂの長さを上記連結部の重ね合わせ部分の合計厚さの２倍以上にすれば、上記ネジ部５ｂの突出量が多くなるので、上記アンカー効果がさらに高められるとともに、ネジ部材５が支持される長さも長くなるので、ネジ部材５に作用するせん断荷重をさらに分散させ、ネジ部材５の実質的なせん断強度を上げることができる。
また、上記のように結合手段としてネジ部材５を用いた場合には、溶接と比べて、現場で火花を発生しないというメリットがある。さらに、ネジ締め作業は溶接に比べて個人差が出にくいので、作業性が安定する。
この第１実施形態は、上記のように結合手段としてネジ部材５を用いたが、このネジ部材５に替えてボルト及びナットを結合手段として用いてもよい。 If the length of the screw portion 5b of the screw member 5 is set to be twice or more the total thickness of the overlapping portions of the connecting portions, the protruding amount of the screw portion 5b is increased, so that the anchor effect is further enhanced. In addition, since the length of the screw member 5 supported is also increased, the shear load acting on the screw member 5 can be further dispersed, and the substantial shear strength of the screw member 5 can be increased.
In addition, when the screw member 5 is used as the coupling means as described above, there is an advantage that no spark is generated on site compared to welding. Furthermore, screw tightening work is less likely to cause individual differences compared to welding, so workability is stable.
In the first embodiment, the screw member 5 is used as the coupling means as described above, but a bolt and a nut may be used as the coupling means instead of the screw member 5.

図５は、第２実施形態の補強構造における鋼板２の連結部分の拡大断面図である。
この第２実施形態では、上記ネジ部材５に替えて溶接部によって結合手段を構成したことが特徴である。その他の構成は上記第１実施形態と同じである。第１実施形態と同じ構成要素には、同じ符号を用いるとともに、以下の説明にも図２、４を参照する。 FIG. 5 is an enlarged cross-sectional view of a connecting portion of the steel plate 2 in the reinforcing structure of the second embodiment.
The second embodiment is characterized in that the coupling means is constituted by a welded portion instead of the screw member 5. Other configurations are the same as those in the first embodiment. The same reference numerals are used for the same components as those in the first embodiment, and FIGS.

第２実施形態では、図５に示すように隣り合う鋼板２の連結部２ａと２ｂとのうち、柱１とは反対側となる外側の連結部２ａに貫通孔２ｃを形成し、この貫通孔２ｃを介して連結部２ａ，２ｂを栓溶接している。そして、この栓溶接の溶接部分６がこの発明における溶接部を構成している。
この第２実施形態の貫通孔２ｃは、鋼板２の長手方向に所定の間隔を保って複数形成したものであり、この貫通孔２ｃ介して栓溶接の溶接部分６は、図２に示す第１実施形態のネジ部材５に替わるものであり、柱１の軸方向に所定の間隔を保って複数設けられる。 In 2nd Embodiment, as shown in FIG. 5, the through-hole 2c is formed in the outer connection part 2a on the opposite side to the pillar 1 among the connection parts 2a and 2b of the adjacent steel plates 2, and this through-hole is formed. The connecting portions 2a and 2b are plug welded via 2c. And the welding part 6 of this plug welding comprises the welding part in this invention.
A plurality of through holes 2c according to the second embodiment are formed at predetermined intervals in the longitudinal direction of the steel plate 2, and the welded portion 6 of the plug welding is formed through the through holes 2c as shown in FIG. Instead of the screw member 5 of the embodiment, a plurality of the screw members 5 are provided at predetermined intervals in the axial direction of the pillar 1.

また、これら複数の溶接部分６のせん断強度を鋼板２の降伏点強度よりも小さく設定している。例えば、溶接部分６のせん断強度を図４の点Ｐ２に設定すれば、この第２実施形態の補強構造も、第１実施形態と同様に図３の太線グラフｚに示す特性となる。
したがって、鋼板２の耐力を有効に利用しながら、鋼板２の損傷を防止し、帯状繊維シート３の靱性や拘束効果も利用できる。
また、鋼板２の外周全面に帯状繊維シート３を接着することによって、帯状繊維シート３と鋼板２とが一体化することによる相乗効果を期待できることも第１実施形態と同様である。 Further, the shear strength of the plurality of welded portions 6 is set smaller than the yield point strength of the steel plate 2. For example, if the shear strength of the welded portion 6 is set to the point P2 in FIG. 4, the reinforcing structure of the second embodiment also has the characteristics shown in the thick line graph z of FIG. 3 as in the first embodiment.
Therefore, while effectively utilizing the proof stress of the steel plate 2, the steel plate 2 can be prevented from being damaged, and the toughness and the restraining effect of the belt-like fiber sheet 3 can be used.
Moreover, it is the same as that of 1st Embodiment that the synergistic effect by integrating the strip | belt-shaped fiber sheet 3 and the steel plate 2 can be anticipated by adhere | attaching the strip | belt-shaped fiber sheet 3 on the outer periphery whole surface of the steel plate 2. FIG.

この第２実施形態では、連結部２ａ，２ｂの結合手段として栓溶接を利用しているが、結合手段は栓溶接に限らない。例えば、連結部２ａ，２ｂの端部に沿って連続する溶接部を形成してもよい。但し、上記のような栓溶接の場合には、一方の連結部２ａに予め貫通孔２ｃを形成しておくので、溶接位置が明確になって現場での作業性が良い。
また、栓溶接の場合には、結合後の鋼板２の外周面に、上記ネジ部材の頭部５ａや溶接部が突出しないため、帯状繊維シート３の密着性を保つために段差の修正作業が必要ないというメリットもある。 In this 2nd Embodiment, although plug welding is utilized as a connection means of connection part 2a, 2b, a connection means is not restricted to plug welding. For example, you may form the welding part continuous along the edge part of connection part 2a, 2b. However, in the case of plug welding as described above, since the through hole 2c is formed in advance in one of the connecting portions 2a, the welding position becomes clear and the workability on site is good.
Further, in the case of plug welding, since the head portion 5a and the welded portion of the screw member do not protrude from the outer peripheral surface of the joined steel plate 2, a step correction work is performed in order to maintain the adhesiveness of the belt-like fiber sheet 3. There is also a merit that it is not necessary.

上記第１、第２実施形態では、鋼板１の外周全面に接着剤によって帯状繊維シート３を接着しているが、帯状繊維シート３の接着範囲は鋼板２の外周全面に限らない。ただし、帯状繊維シート３の接着面積が大きいほど、鋼板２と帯状繊維シート３との合成耐力が大きくなる。
なお、上記各実施形態においては、柱１の断面形状を四角形にしたが、柱の断面形状は特に限定されない。例えば、円形やどのような多角形でも構わない。ただし、この柱の断面形状にあわせた鋼板を用いることは当然である。 In the said 1st, 2nd embodiment, although the strip | belt-shaped fiber sheet 3 is adhere | attached on the whole outer periphery of the steel plate 1 with the adhesive agent, the adhesion range of the strip | belt-shaped fiber sheet 3 is not restricted to the outer peripheral whole surface of the steel plate 2. FIG. However, the greater the bonding area of the belt-like fiber sheet 3, the greater the combined yield strength of the steel plate 2 and the belt-like fiber sheet 3.
In addition, in each said embodiment, although the cross-sectional shape of the pillar 1 was made into the square, the cross-sectional shape of a pillar is not specifically limited. For example, it may be a circle or any polygon. However, it is natural to use a steel plate that matches the cross-sectional shape of this column.

鋼板の特性を効果的に利用することができる柱の補強構造に最適である。   It is optimal for a column reinforcement structure that can effectively utilize the properties of steel sheets.

１ 柱
２ 鋼板
２ａ，２ｂ 連結部
３ 帯状繊維シート
４ グラウト材
５ ネジ部材
５ｂ ネジ部
６ （溶接）部分
Ｌ１ （連結部の）厚さ
Ｌ２ （連結部の）厚さ
Ｌ３ （ネジ部の）長さ DESCRIPTION OF SYMBOLS 1 Column 2 Steel plate 2a, 2b Connection part 3 Strip | belt-shaped fiber sheet 4 Grout material 5 Screw member 5b Screw part 6 (welding) part L1 (connection part) thickness L2 (connection part) thickness L3 (screw part) length The

Claims (6)

建造物の柱の周囲をその柱の表面との間に間隔を保って複数の鋼板で囲み、この鋼板の囲み方向において隣り合う鋼板の重ね合わせ部分からなる連結部を結合手段により結合するとともに、上記鋼板の外周面に接着剤を塗布し、この接着剤の塗布面に帯状繊維シートを巻き付けてなり、柱と鋼板のとの間にグラウト材を充填する一方、上記結合手段のせん断強度を、上記鋼板の降伏点強度よりも小さくし、せん断力によって上記結合手段がせん断して、上記隣り合う鋼板の上記連結部が相対移動可能になった後、上記帯状繊維シートが耐力を発揮する構成にした柱の補強構造。 Around the pillars of the building at a distance between the surface of the pillars enclosed in a plurality of steel plates, with a connecting part consisting of superimposed portions of the steel plate adjacent to each other in the surrounding direction of the steel sheet together by binding means An adhesive is applied to the outer peripheral surface of the steel plate, and a belt-like fiber sheet is wound around the adhesive application surface, and a grout material is filled between the column and the steel plate, while the shear strength of the coupling means is increased. The structure is such that the band-like fiber sheet exhibits strength after it is made smaller than the yield point strength of the steel plate, the connecting means is sheared by a shearing force, and the connecting portion of the adjacent steel plates becomes relatively movable. reinforcing structure of the pillars. 上記鋼板の外周全面に接着剤を塗布し、この接着剤の塗布面に帯状繊維シートを貼り付けた請求項１に記載の柱の補強構造。   The column reinforcing structure according to claim 1, wherein an adhesive is applied to the entire outer surface of the steel plate, and a belt-like fiber sheet is attached to the adhesive application surface. 上記結合手段は、上記一組の鋼板において互いに隣り合う鋼板の連結部を固定するネジ部材であり、このネジ部材は柱の軸方向に間隔を保って複数設け、これらネジ部材のせん断強度を、上記鋼板の降伏点強度よりも小さくした請求項１又は２に記載した柱の補強構造。   The coupling means is a screw member for fixing the connecting portions of the steel plates adjacent to each other in the set of steel plates, and a plurality of screw members are provided at intervals in the axial direction of the columns. The column reinforcing structure according to claim 1 or 2, wherein the structure is smaller than the yield point strength of the steel plate. 上記ネジ部材のネジ部の長さを、上記連結部の重ね合わせ部分の合計厚さよりも長くし、重ね合わせた連結部を上記ネジ部材で結合したとき、上記ネジ部材の先端が柱と鋼板との間に突出する構成にした請求項３に記載した柱の補強構造。   When the length of the screw portion of the screw member is made longer than the total thickness of the overlapping portions of the connecting portions, and the overlapping connecting portions are joined by the screw members, the tip of the screw member is connected to the column and the steel plate. The column reinforcing structure according to claim 3, wherein the structure is protruded between the columns. 上記ネジ部材のネジ部の長さは、上記連結部の重ね合わせ部分の合計厚さの２倍以上である請求項４に記載の柱の補強構造。   The column reinforcing structure according to claim 4, wherein the length of the threaded portion of the screw member is at least twice the total thickness of the overlapping portions of the connecting portions. 上記結合手段は、互いに隣り合う鋼板の連結部を、柱の軸方向に所定の間隔を保って溶接する溶接部であり、これら溶接部のせん断強度を、上記鋼板の降伏点強度よりも小さくした請求項１に記載した柱の補強構造。   The coupling means is a welded portion that welds connecting portions of adjacent steel plates with a predetermined interval in the axial direction of the columns, and the shear strength of these welded portions is made smaller than the yield point strength of the steel plate. The column reinforcing structure according to claim 1.
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JPH09177334A (en) * 1995-12-26 1997-07-08 Shimizu Corp Reinforcing method for existing post
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JP2008008090A (en) * 2006-06-30 2008-01-17 Daisan Seiko Kk Strip-shaped steel plate for reinforcing column body
JP2008014028A (en) * 2006-07-06 2008-01-24 Asanuma Corp Existing column reinforcing method and its structure
JP2008240368A (en) * 2007-03-27 2008-10-09 Eiji Makitani Reinforced concrete column reinforcing structure
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